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Investigation and simulation of temperature changes and thermal deformations of multilayered structure with gypsum plate/Daugiasluoksnes konstrukcijos su gipso plokste temperaturos pokyciu ir temperaturiniu deformaciju tyrimas ir modeliavimas.

1. Introduction

Modern fire resistant multilayered structures must be able to withstand temperatures up to 360[degrees]C in order to protect the escaping routes and escaping people against fire [1]. Wooden structures exhibit good thermal insulation properties, but their protection time interval is limited due to the high combustion rate of the wood (about 2 mm/min [2, 3]. Therefore such structures must be made of less combustible materials. In some cases gas and polymer fillers [4] are used in the structures, but these structures are expensive and complicated. Gypsum is one of the cheapest materials that has very good thermal insulation properties and can resist the spread of fire.

This work investigates the thermal behaviour of fire resistant multilayered structure containing gypsum plate.

[FIGURE 1 OMITTED]

2. Object of investigation

Fire resistant multilayered structure (Fig. 1, a, dimensions H x W: 2100 x 980 mm) consisting of outer 1 mm thick steel sheet, 10 mm thick gypsum plate, 50 mm thick stone wool (density 140 kg/[m.sup.3]) layer and 1 mm inner thick steel sheet was chosen as an object of investigation. A door was installed into the brick wall fastened to the furnace as shown in Fig. 1, b. Because the investigated structure is asymmetrical with respect to the vertical centre plane, it was investigated under different fire conditions. In the first case (shown on the right side (from the viewer's perspective) of Fig. 1, b) gypsum layer was located closer to the flame than stone wool layer. In the second case (shown on the left side (from the viewer's perspective) of Fig. 1, b), stone wool layer was closer to the heat source.

3. Experimental procedure and results

High-temperature tests were conducted in special gas-fired fire test furnace under real fire conditions [1]. The furnace temperature was controlled using six thermocouples distributed evenly inside the furnace. Thermocouple signals are transmitted to the computer, which compares measured and programmed temperature values and controls the fuel valve of the furnace.

[FIGURE 2 OMITTED]

[FIGURE 3 OMITTED]

Initial temperature inside the furnace at the beginning of the test was equal to 13[degrees]C. Then it was increased according the recommendations [5]. Pressure inside the furnace was kept constant (20 Pa) throughout the whole experiment.

[FIGURE 4 OMITTED]

Temperature of the door was measured by thermoelements attached to the door at measuring points 1-26 (Fig. 1) according to the recommendations [6]. Temperature at the points 1-5 and 14-18 during the testing should not exceed 180[degrees]C, temperature of the remaining points should not exceed 360[degrees]C otherwise the experiment is considered as failed, because fire penetration through the structure can occur. The structure is considered as unable to ensure protection of premises and escaping from building people against thermal effects.

Thermal deformations of the door were measured with respect to the wall at the points D1-D11 shown in Fig. 1, a. For that purpose three horizontal steel strings were attached to the wall before the investigated structure, these strings are seen in Fig. 1, b. Thermal deformations of the structure were measured with respect to these strings by means of the calliper. Thermal deformations analysis is very important for such segmental structures, consisting of separate stone wool panels, a gap between segments can be created due to large deformations of the structure. These gaps sufficiently increase the risk of fire penetration and spread.

Temperatures versus time curves are presented in Figs. 2 and 3. The test was terminated after 60 min.

Thermal deformation values measured at the points D1-D11 at the end of the test are presented in Table.

Thermal deformation measured at the centre point of the structure versus time curves are presented in Fig. 4.

Temperature at the door points 14-18 increased to 92[degrees]C during the period of 14 min then fell to 57[degrees]C (Fig. 2). The structure "cooled itself due to the layer combination during the period of 20 min. The cooling rate was about 2[degrees]C/min. Then temperature raised evenly approximately at 1.5[degrees]C/min rate. The effect of self-cooling was observed for the whole structure, not only for points 14-18. Temperature at the points 19-22 decreased slightly (about 15[degrees]C only), less as compared to the points 14-18. In case shown on the right side of Fig. 1, b no self-cooling effect was observed (Fig. 3).

Thermal deformations at the centre point of the structure shown on the right side of Fig. 1, b were insufficient for practical applications. Maximum value of 4 mm was reached at the end of the test (Fig. 4, curve 1). In case shown on the left side of Fig. 1, b the deformation reached 12-13 mm at the end of the test (Fig. 4, curve 2).

4. Numerical analysis

Simulations of thermal behaviour of the structure were performed using SolidWorks[R] Simulation software. The case shown on the right side of Fig. 1, b was chosen for further numerical analysis only. In this case the structure demonstrated useful self-cooling properties and exhibited less thermal deformations compared with the case shown on the left side of Fig. 1, b.

Peculiarities of the structure and contact properties between layers [7, 8] of the structure were evaluated through simulations. Results of the simulation are presented in Figs. 5 and 6. It is evident from Fig. 5 that temperature graph obtained from the simulation tends to coincide with experimental one (Fig. 2). Calculated thermal deformation values (Fig. 6, Table) are in good concordance with experimental data presented in Table.

[FIGURE 5 OMITTED]

[FIGURE 6 OMITTED]

5. Conclusion

Results of numerical finite element analysis of multilayered structure with gypsum plate are found to be in good agreement with experimental results. This shows the suitability of numerical methods for the analysis of thermal behaviour of such type structures.

References

[1.] Guobys, R.; Vekteris, V. 2009. Temperature deformation tests of multilayer mechanical structures, Proceedings of the 14th international conference "Mechanika-2009", April 3-4, 2008, Kaunas, Lithuania: 116-121.

[2.] Joyeux, D. 2002. Experimental investigation of fire door behaviour during a natural fire, Fire Safety Journal 37(6): 605-614. http://dx.doi.org/10.1016/S0379-7112(02)00003-6.

[3.] Ghazi Wakili, K.; Wullschleger, L.; Hugi, E. 2008. Thermal behaviour of a steel door frame subjected to the standard fire of ISO 834: Measurements, numerical simulation and parameter study, Fire Safety Journal 43(5): 325-333. http://dx.doi.org/10.1016/j.firesaf.2007.11.003.

[4.] Linteris, G.T.; Rafferty, I.P. 2008. Flame size, heat release, and smoke points in materials flammability, Fire Safety Journal 43(6): 442-450. http://dx.doi.org/10.1016/j.firesaf.2007.11.006.

[5.] European Standard EN 1363-1. Fire Resistance Tests: General Requirements. Brussels: European Committee for Standardization (CEN), 2000.

[6.] European Standard EN 1634-1. Fire Resistance Tests for Door and Shutter Assemblies--Part 1: Fire Doors and Shutters. Brussels: European Committee for Standardization (CEN), 2000.

[7.] Kayhani, M.H.; Abassi, A.O.; Sadi, M. 2011. Study of local thermal nonequilibrium in porous media due to temperature sudden change and heat generation, Mechanika 17(1): 57-63. http://dx.doi.org/10.5755/j01.mech.17.L204.

[8.] Nazari, M.B.; Shariati, M.; Eslami, M.R.; Hassani, B. 2010. Meshless analysis of cracked functionally graded materials under thermal shock, Mechanika 4(84): 20-27.

R. Guobys *, V. Vekteris **, V. Moksin ***

* Vilnius Gediminas Technical University, J. Basanaviciaus 28, 03224 Vilnius, Lithuania, E-mail: remis@door.lt

** Vilnius Gediminas Technical University, J. Basanaviciaus 28, 03224 Vilnius, Lithuania, E-mail: vekteris@vgtu.lt

*** Vilnius Gediminas Technical University, J. Basanaviciaus 28, 03224 Vilnius, Lithuania, E-mail: vadim@vgtu.lt

doi: 10.5755/j01.mech.18.3.1878
Table

Thermal deformations of the structure at
the end of the test (case shown on the
right side of Fig. 1, b)

Measuring point    Deformation value, mm
(Fig. 1, a)
                  Measured   Calculated

D1                   10          10
D2                   8           9
D3                   13          12
D4                   2           2
D5                   0           0
D6                   4          4.5
D7                   5           6
D8                   3          2.5
D9                   3          2.5
D10                  -8          -8
D11                  -1          0

Note: The negative sign means that the
deformation occurs in direction to the
heat source, otherwise it is positive
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Author:Guobys, R.; Vekteris, V.; Moksin, V.
Publication:Mechanika
Article Type:Report
Geographic Code:4EXLT
Date:May 1, 2012
Words:1366
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